THE ~YSICAL PROPERTIES OF CONCRETE · 2 can be traced directly t,> the physical properties of the...
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A Report
on
THE ~YSICAL PROPERTIES OF CONCRETE
AT EARLY AGES
by
TRUMAN R. JONES, JR. Research Engineer
T. J. HIRSCH Assistant Research Engineer
Prepared for the Research Coamittee
of the
TEXAS HIGHWAY DEPAR'IMENT
Pinal Report on Research Project llP•l9
TEXAS TRANSPORTATION INSTl'nJTE Texas A. and M. College System
College Station, Texas August 1961
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THE PHYSICAL PROPERTIES·OF CONCRETE
AT EARLY AGES
TABLE OP CONTENTS
Chapter Page
I. INTRODUCTION • • • • • • • • • • • • • • • • • • • 1
11. CONCLUSIONS • • • • • • • • • • • • • • • • • • • 3
111. TEST PROCEDURE • • • • • • • • • • • • • • • • • • 6
Batching and Molding Specimens • • • • • • • • • • 6 Curing of Specimens • • • • • • • • • • • • • • • 9 Flexural Strength • • • • • • • • • • • • • • • • 10 Compressive Strength • • • • • • • • • • • • • • • 10 Bond Strength • • • • • • • • • • • • • • • • • • 10 Tensile Test • • • • • • • • • • • • • • • • • • • 11 Modulus of Elasticity (Dynamic) • • • • • • • • • 12 Shrinkage • • • • • • • • • • • • • • • • • • • • 12 Coefficient of Expansion and Contraction • • • • • 13 Extensibility • • • • • • • • • • • • • • • • • • 14
IV. RESULTS OF TESTS • . . • • • • • • • • • • • . . . 15
Compressive Strength • • • • • • • • • • • • • • • 16 Flexural Strength • • • • • • • • • • • • • • • • 21 Tensile Strength • • • • • • • • • • • • • • • • • 26 Bond Strength • • • • • • • • • • • • • • • • • • 26 Modulus of Elasticity (Dynamic) • • • • • • • • • 34 Coefficient of Expansion and Contraction • • • • • 38 Extensibility • • • • • • • • • • • • • • • • • • 39 Shrinkage • • • • • • • • • • • • • • • • • • • • 45
V. APPENDIX
A. Compressive Strength • • • • • • • • • • • • • 49 B. Plexural Strength • • • • • • • • • • • • • • so c. Tensile Strength • • • • • • • • • • • • • • . Sl D. Bond Strength • • • • • • • • • • • • • • • • 52 E. Dynamic Modulus of Elasticity • • . • • • • • S4 P. Coefficient of Expansion and Contraction • • • SS G. Ultimate Tensile Strain • • . .. • • • • • • . S6 H. Extensibility . • . • • • • • • • • • • • • • S1 I. Static Modulus of Elasticity in Tension • • • 6S
I-a. Static Modulus of Elasticity in Tension • • • 66 3. Static Modulus of Elasticity in Compression • 67 K. Dynamic Modulus of Rigidity • • • • • • • • • 68 L. Dynamic Poisson's Ratio • • • • • • • • . • • 69
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'11lB PHYSICAL PROPERTIES OF CONCRETE AT EARLY AGES
I. INTRODUCTION
'Ibis is the final report of an investigation carried out as a
part of a cooperative research project ltP-19 entitled "The Effect of
Curing, Air Content, and Types of Aggregate upon Certain Physical
Properties of Concrete." The project was sponsored by the Texas
Highway Department, and it was activated September 1, 1959, and
terminated August 31, 1961. A report entitled "The Curing of
Portland Cement Concrete" was prepared as a part of this project
in August 1960.
This portion of the study reported herein was undertaken in
order to obtain a better understanding of the physical properties
of concrete at an early age. The data presented in this report
includes the strength, shrinkage, coefficient of expansion and
contraction, and tensile deformation properties of concrete from
12 hours of age to 28 days of age. This research was planned to
provide information on hardening and strength increase in concrete
pavements or structures during early ages. It was intended, also,
to provide information from which stresses could be determined in
pavements or structures due to length changes occasioned by shrink
age and temperature changes at different ages. In addition, the
data should indicate the ability of the concrete to sustain such
length changes which may occur at different ages. This information
was desired because most of the problems associated with the design
and proper functional performance of concrete structures and pavements
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can be traced directly t,> the physical properties of the ~ncrete.
It is hoped that the information in this report will help engineers
to more accurately predict the behavior of concrete and also to
exercise better control in designing mixes and in writing specif ica
tions to produce the desired properties at the desired time.
Two types of aggregate were used in the concrete mixes; a
crushed limestone from the Texas Crushed Stone quarry, near George
town, Texas, and a siliceous-calcareous gravel and sand from the
Brazos River deposit near Hearne, Texas. Other variables in the
concrete batches were cement content, air content, and four different
admixes. Specimens were taken from each batch design so that the
compressive strength, modulus of rupture, tensile strength, bond
strength, modulus of elasticity, ultimate tensile strain, extensi
bility, and coefficient of expansion and contraction could be
determined at 12 hours, l day, 2 days, 7 days, and 28 days of age.
Shrinkage specimens were also cast, and initial measurements were made
when the concrete became hard enough to hold the gage points securely;
i. e. 1 usually 12 hours or 24 hours of age.
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II. CONCLUSIONS
The concrete batches reported on in this paper were designed to
indicate the effects of cement content, entrained air content, type
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of admix, and type of aggregate on the compressive strength, flexural
strength, direct tensile strength, bond strength, modulus of elasticity,
coefficient of expansion and contraction, shrinkage, and extensi
bility of concrete at early ages. Some of the more significant
conclusions drawn from this study are as follows:
1. High cement content concrete has a greater effect of increas
ing the relative strength of concrete at early ages than at
later ages when compared to low cement content concrete.
For example, at 12 hours of age, a 6\ sack mix has over
four times the compressive strength of a 3% sack mix. This
ratio of strength gradually decreases until at 7 days of
age, the 6\ sack mix has only about 2 times the compressive
strength of the 3\ sack mix.
Similar effects were observed for flexural strength, direct
tensile strength, and bond strength.
2. Entrained air content has a tendency to reduce concrete
strength at all ages. When entrained air is used in moderate
amounts, up to about 57., this reduction in strength is
usually slight and is tolerable, particularly in view of its
other beneficial effects.
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3. Calcium chloride, which is a hydration nccolec~co~, increases
the early strength gain of concrete. At 12 hours of age, the
concrete with calcium chloride had over three times the
compressive strength of concrete with no admix. This ratio
of strength decreased with age until at 28 days of age, it
was only about 1.1. Similar effects were observed for flex
ural strength, direct tensile strength, and bond strength.
4. The water reducing admix used in this investigation usually
reduced the water requirement for a given slump from 10 to
20%. when compared to a batch with no admix. It increased the
r•lative strength properties of concrete at all ages. It,
, too, had a greater effect of increasing the relative strength
at early ages than at later ages.
S. Water reducing admixes which were also .!!! retarders were
found to improve the concrete strength properties at ages
from 12 hours through 28 days. At 12 hours of age, however,
the strength improvement was not as great as that achieved
by the water reducing admix without set retardation. It
should be pointed out that a set retarder only retards the
set and~!!!!. hydration and strength gain of the cement.
6. When strength properties of concrete batches poured with the
siliceous-calcareous g«.c.Ycl ab.4,JUm.d. were compared with
values from similar batches poured using crushed limestone
as fine and coarse aggregate, no discernible difference
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could be detected, which could be attributed to the aggregate
type.
7. 'l'he type of aggregate was found to have a significant effect
on the drying shrinkage, coefficient of expansion and con
traction, modulus of elasticity, ultimate tensile strain
capacity, and extensibility.
The shrinkage of the crushed limestone concrete was 1·2/3
times that of the sand and gravel concrete.
The coefficient of expansion and contraction of the crushed
limestone concrete was only about 8"' of that of the sand
and gravel concrete.
The modulus of elasticity of the crushed limestone concrete
was 2/3 of ·that of the sand and gravel concrete.
The ultimate tensile strain capacity of crushed limestone
concrete was approximately 1.4 times that of the sand and
gravel concrete.
8. The coefficient of expansion and contraction appeared to be
effected little by different cement contents, air contents,
and admixes. 'l'he age of the concrete also appeared to have
little effect on the coefficient.
9. High cement content and entrained air tends to increase the
tensile strain capacity of concrete. Calcium chloride and
the water reducing admixes also tended to increase the
tensile strain capacity of concrete.
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III. TEST PROCEDURE
Twenty-one batches of concrete were poured in this study, and
each batch consisted of approximately 71 specimens. The size and
shape of the specimens varied, depending upon the type of test to be
performed. In general, however, each batch of 71 specimens contained
about 9 cubic feet of concrete. The batch proportions of all batches
are given in Table 1. Batches AU-1 through AU-10 were made from a
crushed limestone aggregate, and batches GR-1 through GR-11 were made
with a siliceous-calcareous gravel and sand. The unit weight, specific
gravity, absorption, and sieve analysis of these aggregates are pre
sented in Table 2. It will be noted that the absorption of the lime
stone coarse aggregate changed from 2.51 to 2.0'l. in two different
shipments of aggregate from the manufacturer. It should be pointed
out, however, that the specific gravity and absorption of crushed
limestone can vary considerably from time to time, even in the same
quarry.
Batching and Molding Specimens
In general, the major variables in mix designs which were studied
in these batches were the type of aggregate, air content, cement con
tent, and type of admix. All batches were designed by the absolute
volume method to yield concrete having the desired proportion of
ingredients, i. e., air content, cement content, aggregate, and admix.
These batches were mixed in a two-cubic foot vertical drum Lancaster
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TABLB 1
CONCRETE MIX DATA
Batches AU·l thru 10 and GR•l thru 11
Quantities ~er C. Y. Concrete Aggregate (SSD) Mix_. Air
Batch ing Con• Initial Designa• Aggregate Cement Coarse Fine Water Ii tent Slump Unit Wt.
tion Txee Sacks lb. lb. lb. t-1 c % in1 Lb.le.£. Admix AU•l Limestone 4.95 1823 1237 294 0.1. 1.3 3.\ 141.3 none AU•2 Limestone 4.92 1812 1143 270 4.7 3.\ 136.3 Vinsol Resin AU•3 Limestone 4.93 1802 1037 254 8.7 3\ 131.5 Vinsol Resin AU•4 Limestone s.oo 1838 1324 244 1.2 3 143.3 Pozzolitb 3R. AU•S Limestone 3.69 1901 1381 234 b11£? o.s 3 143.1 none .. \U-6 Limestone 5.10 1870 1269 254 0.'5 1.6 3 143.4 none t~o. 0 AU•7 Limestone 6.62 1852 1164 236 0 .~'rj 2.0 3 143.5 none AU•8 Limestone 5.11 1860 1295 240 2.3 3 143.9 Calcium Chloride AU·9 Limestone 5.03 1833 1341 212 2.7 3 142.9 Pozzolith 3 AU-10 Limestone s.oo 1811 1262 232 2.1 3 144.1 Plastiment
GR•l Siliceous-Calcareous s.02 2112 1131 310 o.3 3.\ 149.1 none GR-2 Siliceous-Calcareous 4.88 2049 1082 275 4.6 3\ 143.S Vinsol Resin GR·3 Siliceous-Calcareous 5.00 2098 917 243 8.2 3\ 138.0 Vinsol Resin GR•4 Siliceous~Calcareous s.os 2130 1223 244 0.1 3\ 150.5 Pozzolitb 3R GR-5 Siliceous-Calcareous 3.52 2114 1268 275 1.4 3 147.7 none \Ft). fJ
GR-6 Siliceous-Calcareous 5.09 2130 1142 280 1.3 3 149.3 none GR•7 Siliceous-Calcareous 6.63 2139 1001 296 1.4 3.\ 150.3 none GR•8 Siliceous-Calcareous 5.05 2115 1130 , 250 2.1 3 147.4 Calcium Chloride GR•9 Siliceous Calcareous s.oo 2097 1205 249 2.6 3 148.9 Pozzolith 3 GR.·10 Siliceous-Calcareous s.os 2116 1241 239 1.8 3 150.8 Plastiment
_§l\:11 Siliceous-Calcareous 4.02* 2254 1127 226 4,0 \ 147.6 Sika-Aer
* Type Ill Cement (Longhorn) All other cement was a blend of three brands of Type I (Longhorn, Lones tar, and Atlas). ...
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. TABLE 2. AGGREGATE PROPERTIES
Unit Weight in lb./c.f .(dry loose) Specific Gravity (SSD) Absorption (% of dry wt.)
Sieve Analysis (AU-1 thru 4 and . GR-1 thru 4)
% Passing 3/4" 1/2" 3/8" #4 #8 #16 f 30 ISO #100 1200
Sieve Analysis (AU-S thru 10 and GR-S thru 10)
'1 Passing 3/4" 1/2" 3/811
#4 18 #16 130 ISO 1100 #200
Sieve Analysis (GR-11) t Passing
l" 3/411
1/2" 3/8" 14 #8 #16 130 #50 1100 #200
Limestone Used in Batches AU-1 thru 10
Coarse Fine 3/4" to #4 < 14
84 2.S4 2.s
87 2.50 9.3
(AU-1•4) 2.0 (AU·S-10)
100 S3 28 5.0 2.2
1.0
100 53 28 s.o
100 97· 53 28 16 7.1 2.5
100 95 Sl 27 15 7.2 3.3
8
Siliceous-Calcareous. Used in
Batches GR-1 thru 11 Coarse Pine
3/4" to #4 <114
96 2.63 1.3
100 65 40 s.o 1.9
0.2
100 53 28 3.0
100 77 53 28 3.0
104 2.61 1.1
100 84 67 48 18 1.1 0.3
100 84 67 48 18 1.1 0.3
100 84 67 48 18 1.1 0.3
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Mixer for a minimum of five minutes. The air content values reported
in this paper are total air which included entrapped air plus entrained
air. The method of test conforms with ASTM Method C231-56T.
After the concrete was mixed and checked for slump, unit weight,
and air content, it was placed in the molds of the desired shapes and
sizes. The molds were clamped to a vibrating table and were filled
in two equal layers. After each layer of concrete was placed in the
molds, the specimens were vibrated through a frequency range varying
from zero to a maximum of 7200 cycles per minute, held for a given
period of time, and then reduced to zero again.
Curing of Specimens
In batches AU-1 through AU-4 and GR-1 through GR-4, three methods
of curing were used on different specimens from each batch. After the
specimens were molded, they were troweled level and smooth and then
covered with a damp cotton cloth for approximately 12 hours. The molds
were then stripped, and the specimens began their different curing
processes. The three methods were (l) continuous moist room curing,
(2) moist curing for 6\ days, then air dried indoors, and (3) sprayed
with liquid membrane curing compound (A. C. Horn process SOD), then
air dried indoors. The specimens in batches AU-5 through AU-10 and
GR-5 through GR-10 were exposed to only two curing processes, methods
(1) and (3) above.
Concrete batch GR-11 was a special batch designed to simulate the
concrete quality poured on a continuously reinforced pavement job in
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Walker County during August 1960. These specimens were batched and
molded in the morning when the temperature was 90° F. in the shade.
After molding, the specimens were placed outdoors in the sun and
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covered with a sheet of polyethylene clear plastic. During the first
afternoon the temperature of the specimens under the plastic reached
0 as high as 107 F. After two days of this curing, a portion of the
specimens was placed in the moist room for curing.
Flexural Strength
The flexural strength values were obtained by breaking a
311 x 4" x 16" prism specimen with a center point load applied parallel - ....
to the 4" axis over a 14" span. Except for the span, this test was
conducted according to AS'l'M Method C293·54T.
Compressive Strength
The Modified Cube compressive strength test used here was con-
ducted according to AS'l'M Method Cll6-49. The two ends of the specimen
left after the flexural strength test were placed s~parately in a
steel box loading device for the compressive test.
Bond Strength
The bond strength test ~sed here was the standard bar pull out
test, conducted according to AS'J.'M Method C234-57T, except that wooden
molds were used instead of steel. The wooden molds were well oiled,
however, and checked for tightness to see that no mortar or water s•eped
out while molding. A 3/4" diameter deformed steel reinforcing bar
was embedded 6" in the 6" x 6" x 611 cube. The steel bar was a standard
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A 305 reinforcing bar manufactured by Sheffield Steel Company. The
ultimate bond strength was taken as the value when the bar slipped .01"
with respect to the concrete or the value at which the specimen split
due to tension, whichever was the least.
Tensile Test
The tensile strength test was performed by pulling 3" x 3" x 22"
prism specimens in direct tension parallel to the 22" axis until
failure. The specimen was gripped by means of 3/8" diameter deformed
bars which were cast in the concrete while pouring. During the tensile
test, the strain in the specimen was measured by means of an extensometer.
The extensometer utilized four Ames dial gages capable of reading
.0001 inch which were located at 900 intervals around the extensometer
ring. Thumb screws at the top and bottom of the extensometer held it
to the test specimen with a 10" gage length. By using the average
strain taken from these four gages, practically all error due to
eccentric and non-uniform stress distribution within the specimen was
eliminated. In this way a stress-strain curve was obtained from each
specimen up to failure. From this information the ultimate tensile
strength, ultimate tensile strain (approximate), and static modulus
of elasticity in tension was determined. Since it was impractical, if
not impossible, to measure the strain at the ultimate load, the
approximate ultimate strain was obtained by extending the stress-strain
curve from the last strain reading up to the ultimate stress.
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Modulus of Elasticity (Dynamic)
The dynamic modulus of elasticity was run on 311 x 4" x 16"
specimens according to ASTM Method C215-SST, where the modulus is
computed from the fundamental flexural frequency of vibration. A
"sonometer" was used to measure the fundamental flexural frequency
12
of vibration. It consisted of (1) a "driving transducer" capable of
vibrating the specimen at variable frequencies, (2) a "pickup trans
ducer" for detecting the amplitude and mode of vibration of the speci
men, and (3) a cathode-ray indicator for comparing driver and pickup
frequency and phase relationship•
This same method of test and apparatus was used to determine the
dynamic modulus of rigi4ity_·and ·dynamic Poisson's ratio. The modulus
of rigidity (elastic modulus in shear) was computed from the funda
mental torsional frequency of vibration. Poisson's ratio was computed
from the fundamental relationships between modulus of elasticity and
modulus of rigidity.
Shrinkage
Shrinkage as used here is defined as the "contraction of concrete
due to drying and chemical changes, dependent on time, but not on
stresses induced by external loading." Gage points were cast in each
of the 3"·sides of a 3" x 4" x 16" prisua specimen with a 10" gage
length. Measurements were taken with an instrument reading to 0.0001
inch, and all readings were referenced to a standard steel bar. The
initial measurements were made at either 12 hours or 24 hours of age,
depending on when the concrete became hard enough to hold the gage
points securely.
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Coefficient of Expansion and Contraction
Tbe coefficient of expansion and contraction reported here is
the average length change per degree Fahrenheit of a 311 x 4" x 16"
prism specimen which was cooled from room temperature (approximately
8S°F.) down to the freezing point of water (approximately 32°F.) and
then·warmed back up to room temperature. Gage points for measuring
length changes were cast in the specimens in the same manner as for
shrinkage. In some cases small steel buttons were glued to the con•
crete with epoxy resin and used as gage points. Copper-constantan
thermocouples were also cast in the specimens so that temperature
could be measured with a potentiometer. Before commencing with the
test, each specimen received a coat of paraffin wax so that it could
not give up or take on moisture during the test. Using the same
instrument as in the shrinkage tests, length measurements were made
at room temperature. The specimen was then packed in ice until its
temperature was lowered to approximately 32°r.; then length change
measurements were again ·made. The specimen was removed from the tee
and allowed to return to room temperature and measured again. The
time lapse for the complete test was approximately 8 hours. The
values reported are the average of contraction and expansion. It is
assumed that changes in the concrete properties due to hydration
during this time lapse are negligible in view of the freezing
temperature.
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Extensibility
The extensibility of concrete as used here may be defined as the
ultimate tensile strain of concrete subjected to a sustained and
gradually increasing tensile stress. These tests were performed on
3" x 3" x 16" prism specimens. as used in the tensile test. Gage
points like those used in the shrinkage specimens were cast in these
specimens for measuring the tensile strain. The tensile load was
applied to the extensibility specimen by means of loading devices
fabricated of steel plates. channels, a rod. and a stress relieved
railroad coil spring.
Gage readings were made on the gage points cast in the specimen
prior to placing it in the loading device. All specimens were sub
jected to an initial tensile load of 20 psi, and gage readings were
again made. The load was then increased in increments and sustained
for a given period. Gage readings were made before and after each
load increase. Regardless of the curing or exposure conditions, each
extensibility specimen was accompanied by a shrinkage specimen of the
same size and shape. which was used for control purposes in calculating
tensile strain due to actual stress. The gage measurements made on the
loaded specimen indicated tensile strain plus shrinkage. The alge
braic difference between the value from the loaded specimen and the
value from the accompanying shrinkage specimen is defined as tensile
strain (elastic plus inelastic strain).
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In general, the gradually increasing load was applied in two
different ways. In one method, the specimen was initially loaded at
l day of age and then placed in a moist room for continuous curing.
The load was gradually increased in increments applied daily until
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the specimen failed. In the other method, the specimen was initially
loaded at a determined age and then allowed to air dry and shrink. As
shrinkage occurred the load was increased daily as required to main
tain the specimen at its original length, as determined at the age of
initial loading.
IV. RESULTS OF CONCRETE TESTS
The concrete batches reported on in this paper were designed to
indicate the effects of cement content, entrained_air content, type
of admix, and type of aggregate on the compressive strength, flexural
strength, direct tensile strength, bond strength, modulus of elasticity,
coefficient of expansion and contraction, shrinkage, and extensibility
of concrete at early ages. The voluminous tabulated data obtained from
this investigation are presented in the appendix. Only a few of the
more obvious and useful presentations of this· data will be made in
this report. In addition to the above mentioned data, values of the
static modulus of elasticity in tension, modulus of rigidity, and
Poisson's ratio are also included in the appendix.
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16
Compressive Strength
Figure l illustrates the effect of cement content on the com
pressive strength of concrete at early ages. When more cement is
added to a concrete batch and the slump is held constant, the volume
of cement paste is increased and the water/cement ratio is decreased.
This double effect of increasing the quantity and quality of paste
produces.higher compressive strengths at all ages. At 12 hours of
age the 6\ sack mix has over 4 times the strength of the 3% sack mix.
This ratio of strength gradually decreases with age until at 7 days
of age the 6% sack mix has only about 2 times the compressive strength
of the 3% sack mix.
In general, entrained air will have a tendency to reduce the
compressive strength of concrete at all ages. Figure 2 illustrates this
effect. Entrained air has two basic effects on a concrete batch. It
reduces the water requirement to produce a given slump and this in
turn improves the quality of the cement paste. On the other hand,
however, it decreases the effective area of concrete and the net result
is usually a decrease in strength. When entrained air is used in
moderate amounts up to about si, this reduction in strength is usually
slight and is tolerable (see Figure 2). Greater amounts, however, are
definitely detrimental to the strength of concrete at all ages.
Figure 3 illustrates the qualitative effect of four different
admixes on the compressive strength of concrete. The calcium chloride
is a hydration acceler~tor and increases the early strength gain of
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the concrete. It can be seen that it increased the strength with
respect to the batch with no admix through 28 days of age.
The Pozzolith 3 is a water reducing agent and usually reduces
the water requirement for a given slump from 10 to 20% when compared
to a batch with no admix. In the comparison presented here, it
increased the strength at ages from 12 hours through 28 days.
17
The other two admixes, Pozzolith 3R and Plastiment, were water
reducing agents and also .!!S retarders. As can be seen in Figure 3,
they also improved the concrete strength at ages from 12 hours through
28 days. At 12 hours of age, however, the strength improvement was
not as great as that achieved by the water reducer without set
retarder (Pozzolith 3). It should be pointed out that these two
admixes only retard the set and !!2,S £!!! hydration of the cement.
Consequently, the water reducing effect usually gives greater concrete
strengths even at 12 hours of age. The physicocbemical phenomenon
which causes the "set" of concrete is not the same as ''hydration"
which accounts for the majority of the strength characteristics.
In this investigation ten batches of concrete were poured with a
siliceous-calcareous gravel and oana aggregate, and ten similar
batches were poured using a crushed limestone as fine and coarse
aggregate. When compressive strength values of all the similar
batches were compared, no discernible difference could be detected
which could be attributed to the aggregate type.
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..-! T --·;;t .... I
I \ !
--~-,--- -------··--i;:'~ .:..;........--~- T--- t ~-----T, I i
I I I ! . , I l i . ;
I \ I ;
11. I
'1 i i I I
I ! I
I I
i
I
' ------, .....
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eo.
• i .5 I • '10 -<
co
s fll fl:!
I !
a lZ 8 el -< ~ t IQ
& ...
N
§ N
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Send aad-GTnveTAggreg3te -, .. 5,0 S4cks/Co y.,. 3" Slwll{> Contlo.uowi MC!st Curing Batches Ga•4 6 Gn.•6 0 GR•8p G&•9, Gl•10
r~..i...~--~-----------~---------------·- -- -·-·~~.....,_,_ ... :.-.."!'"! 1 2 7 20
l'IGUU 3 UJ'IC't or AllllX 011 THI QlMPllSSlVI S'D.INGUI N 0
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Flexural Strength
The flexural strength, or modulus of rupture as it is often
called, is an indication of the tensile strength of concrete. The
flexural strength values are dependent upon (1) the tensile strength
of the cement paste, (2) the tensile strength of the aggregate,
(3) the bond between the cement paste and aggregate, and (4) the
strain properties of the concrete.
Figure 4 illustrates the effect of the cement content on the
flexural strength at early ages. When more cement is added to a
concrete batch, the quantity and quality of the cement paste is
increased and consequently the strength is increased. This increase
in flexural strength appears to be more pronounced at early ages.
As can be seen in Figure 4, the flexural strength of the 6% sack
mix is over 3 times that of the 3% sack mix at 12 hours and 1 day of
age. At 28 days of age, however, this strength ratio is only about
l 1/3. A possible explanation for this is that at early ages the
flexural strength is controlled largely by the low strength of the
paste, while at later ages, after the paste has cured, the flexural
strength is possibly limited by the strength of the aggregate.
21
Figure 5 illustrates the effect of air content on the flexural
strength. The curve labeled 0.3'& air has no air entraining agent added,
and this is the amount of entrapped air in the cement paste and pores
of the aggregate. The amount shown on the other curves is the entrapped
plus entrained air. In general, entrained air reduces the water
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22
requirement to produce a given slump, and this in turu improves the
quality of the cement paste. On the other hand, however, it decreases
the effective area of concrete, and the net result is usually a decrease
in the flexural strength. In Figure S, however, it will be noticed
that the batch with 4.61 air has for all practical purposes the same
strength as the batch with no entrained air. Thia is due to the fact
that the desirable and undesitable strength effects of entrained air
tend to off set each other when air is entrained in moderate amounts
up to si.
Figure 6 illustrates the qualitative effect of four different
admixes on the flexural strength of concrete at early ages. The
calcium chloride, which is a hydration ;accelerator, increased the
early strength gain considerably when compared to the batch with
no admix. This flexural strength gain is not too apparent at the 1
and 28 day teats, however. Other investigators have found that
calcium chloride is even detrimental to the flexural strength at
6 months and 1 year of age. 'J.'be exact reasons for this phenomenon
are not understood at the present.
'J.'be Pozzolith 3, which is a water reducing agent, increased the
flexural strength considerably at all ages from 12 hours through
28 days. At. 12 hours of age the flexural strength of this batch is 3
times that of the mix with no admix. At 28 days of age this strength
ratio has fallen off to only about 1.25.
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Ago f.n Daye
Enll:C'!' O'P. CEWlHT COt~'mUT ON Vl.rottlUAL STJ.UmGTH
-------------·--.. --
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---i:.:l •
I I
"'
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_______ ! ______ . _! ___ ----::~:.:::
I !
I
g N
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26
The other two admixes, Pozzolith 3R and Plastiment. were water
reducing agents and also ,!!S retarders. As can be seen in Figure 6,
they also improved the concrete strength at ages from 12 hours through
28 days. At 12 hours of age, however, the strength improvement was not
as great as that achieved by the water reducing agent without set
retarder.
When flexural strength values from concrete batches poured with
the siliceous-calcareous 3rcvcl and sand were compared with values
from similar batches poured using crushed limestone as fine and coarse
aggregate, no discernible difference could be detected which could be
attributed to the aggregate type.
Tensile Strength
In this investigation direct tension tests were also conducted
on specimens from the concrete batches. Curves illustrating the effect
of cement content, air content, and type of admix on the direct tensile
strength are shown on Figures 7, 8 and 9 respectively. In general
the qualitative effects of these variables on the tensile strength at
early ages are the same as observed for the flexural strength. Quanti
tatively, however. the tensile strength values are only about ~ of
the flexural strength values.
Bond Strength
The bond strength reported here is the standard bar pull out test
as described previously. The ultimate bond strength was computed from
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\
' \ \ . \ \
i' 1 ; f.
j ,,
! j
I i j
---.r.. I
C' <::::
<;
.... .... (~
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"'------:~---~~~---r·F-·---·-;-·-·-------,---------:-~-.. --·------;~:~ \ II i \ i I I .; .
I' \ . i i. \ I~ I ,. ! l I !
\ ~ \ l i . \ \ I I \ I ' \\ ·1! I .\ I ~ l
. I I \ , l \·J I I 1' I l l \ v 1 .. 1 I ~ c<'t•
~\·i '\ i 1'~ ~~ l j-t' I 1 c-: :i " ~. r ,. IL~ UN
1;'-. ! I '1<1C,l ' I ' U~ I \ l 1·"'! .., t~ 't.'ll I~ .~ ~ d
11 '1.· ,. i ~ lf D ,.; •rl i I ! ~~ U ._ 0 • S <\ i~ • ... I';\ '~ ~i , 1 ; I -.~rn.:. 1 ;ot, j ,'t;". ,::: ~ 0
\ N\ · ! ~~ o !' ;r e I e I 'i· '" el .--4 9 ~ '1 .,·\.,,: ~ ., C1l "I< ,;J. ... \ '\ I'"'' "- ,, ~
t;\ <:; = t::I 4.11
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\
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-----------1--Z""'!~--~---""~·'i-+----------·--· •' -, ..... ~
'\. I '' i---------+------1------'9. ~~~-----r------!'"'" .~.~ .. -·----. - .... -.:...i'::._.~------ .
·--ir-------1----:::!<::n·~r·~· .. ~::.-.-----11 .......... ·~.: .. ~~-. . .... .,,,.?....., ._ ......... _____ ... _____ --! ___ ~~
~ it .. ;.; ~: •J
~· u <;
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--,.-----·---·-··-r----~---·------------- ·- -~~~
!
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30
the pull force when the bar slipped 0.01" with respect to the concrete,
or from the pull force at which the 611 x 6" x 611 cube specimen split
due to tension, whichever was the least.
Figure 10 illustrates the effect of cement content on the bond
strength at early ages. It can be noted that at 12 hours and 1 day
of age the 6% sack mix had several times the strength of the 3% sack
mix. At 7 and 28 days of age, however, this ratio of the two strengths
dropped off to about 1.2.
Figure 11 illustrates the effect of air content ·on bond strength.
When entrained air is used in moderate amounts up to about st., it has
little effect on the bond strength values at 2, 7, and 28 days of age
when compared to concrete with no entrained air. At 12:hours and 1 day
of age, however, entrained air definitely makes the concrete a little
tender. Higher air content such as the 8.2'& air curve illustrates,
definitely lowers the bond strength at all ages, however.
Figure 12 illustrates the effect of the four different admixes
on the bond strength. Qualitatively, this effect is similar to that
discussed on the flexural ~trength and tensile stre~gth. Since many
of the bond specimens failed due to tensile splitting of the
611 x 611 x 6" cube at about the same time the .01" slip occurred,
there is a fairly good correlation between the results of the flexural,
tensile, and bond tests.
When bond strength values from concrete batches poured with the
siliceous-calcareous gravel and sand were compared with values from
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------.6JJ ... ,.1. -·-----......... &.....:-----------------5 Sa.ob
_ .. -·-· /
_,/ ,,,/
a ,,/ ... ./· ~600t--t--t7'-~~-'-~~-:;J,£-~~-;-;.-~-+-~~~~--~~~~_:_~~~~~~~~~~~---4
! " (I)
't'
Dond st~eagth values are fo~ harir.cutal bottom bar• located 3" from th• bottom of fora ..
1400)--";fC--1~ ........ ~__;_~~~--~~--1--~~~~~~~~~~~~~~
l 2 Age ill Days
i1IGUU 10 Dl&C't fW CDDT CORTBRT OR BORD S'!'UNG'J.'H
L!mo&tOaQ Aggregate 3" st~ Liquid Culng CQ11Ap0tmd Batch~• AU•5p AU .. 6,, AU·•7 i
I -,.-g
w ...
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.. • ca. a .. -B "° e .., en "O
1
800
600 Bond •tr•ngth Yalue• are for ho~i· zontal bottoa bar• loeated 3" from th• bottoa of fona ..
Sand and Qrave 1 Aggregate S .. O SaC\ka/Co 1'., ~" Slump
0 _..__... _ _..,_ ___________ ~------------·~~'°".;:.;.At::;.;:~=~~~&:f~.!~4~!3_ _ .. -·!. 0 1 2 1 28
Age in Daya l'lGUIB 11 mrncr OP AD CON'llln ON EOND Sft.l!NO'l'H w
N
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200
llGUU 12
-·--·-·---·------RllACl~ . ..a__. _____ . ___ __
Age ln Days
Bond etreaath yalue• are for horlsonta1 boCtoa hara located 3" fna tlae bottom of fora.
Sand and Grawl Aaaregato 5.0 sea../ Cot. J" Slump Continuou HDlat Curing Batch• ca-4, G&•6 .• a&•I,. 01•9,, Gll•lO
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34
similar batches using crushed limestone fine and coarse aggregate, no
discernible difference could be detected which could be attributed to
the aggregate type.
Modulus of Elasticity (Dynamic)
The modulus of elasticity depends on the modulus of elasticity of
the aggregate and modulus of the cement paste.
Figure 13 illustrates the effect of cement content on the dynamic
modulus of elasticity. When more cement is used and the slump is kept
constant, the volume and elastic modulus of the cement paste increases,
and consequently the modulus of the concrete increases at all ages as
shown.
Figure 14 illustrates that entrained air will always reduce the
modulus of elasticity of concrete at all ages. When air bubbles replace
aggregate which has great elastic stiffness, the net effect is obvious.
Figure 15 illustrates the effect of the four different admixes on
the dynamic modulus of elasticity of concrete. The calcium chloride
increased the modulus values considerably at the early ages of 12 hours
and 1 day when compared to the mix with no admix. The advantage,
however, was not maintained at later ages. The same qualitative state•
ment can be made about the other three water reducing admixes also.
Even though the elastic properties of the paste were improved by cutting
the water, the net effect on the elastic modulus of the concrete ·at
latet ages was alight.
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• N
I I I I I I I I I r .... I I
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·' "'° • • • I 'I' ~ 1~
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- - -- -
' r
' i s 36
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--,~ ""'· ' ........ __ --- ~"" ... "" .. ~v --...... ---~~
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9.ot s l•d 1l'J ~l=»llnt~ 10 •ntnpOR 3~
oc I ...
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~ --~~A~·-~~--~~~-r-~~~-.--~~--~~~--e ~fl f Tl 'N
I• I . I i . \ I I : ,. I t
\r ' . , ; 1, I :· . I
' 11 I I : I l I 1 I ' I
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31
s u
E a 8 • I I a -!
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38
The aggregate type was found to have a significant effect on the
modulus of elasticity of the concrete, since it depends directly on
the elastic moduli.of the aggregate as well as that of the cement
paste. The concrete made with the crushed limestone fine and coarse
aggregate bas a modulus of elasticity of only 2/3 of that of the
siliceous-calcareous gravel and sand. Numerically, the average
limestone concrete dynamic modulus of elasticity is about 4,400,000
psi while that of the sand and gravel concrete is about 6,500,000 psi.
~~efficient of Expansion and Contraction
The coefficient of expansion and contraction reported here is the
average length change per degree Fahrenheit determined by cooling a
concrete specimen from room temperature down to 32°F. and then
warming it back up to room temperature. The values for specific
batches at specific ages are presented in Appendix F. A study of this
data indicated no discernible difference which could be attributed to
cement content, air content, type of admix, or age. The aggregate
!Il!!,., however, had a defi11ite effect on the thermal coefficient. The
average coefficient of expansion and contraction of the siliceous-. 6
calcareous gravel and sand concrete was 4.4 x 10- in./in. °F. while
the average value for the crushed limestone aggregate concrete was
3.5 x io·6 in./ln. °F. Consequently, the coefficient of the crushed
limestone aggregate concrete ls only about 80% of the coefficient of
sand and gravel concrete.
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39
Extensibility
Tbe extensibility of concrete as used here may be defined as the
ultimate tensile strain of concrete subjected to a sustained and
gradually increasing load. Such tests were performed as described
previously, and the total tensile strain obtained included elastic
plus inelastic strain occurring over the time period of the test.
In addition to these tests, an ultimate tensile strain was also
obtained from the ordinary tensile strength test where the load was
applied relatively instantaneously, i. e., total time for test approxi
mately S minutes, when compared to days for the extensibility test.
The detailed extensibility test results are presented in
Appendix B. Since only one test specimen of each type was tested from
each batch, the test results are rather eratic, and a detailed compari
son to determine the effect of cement content, air content, etc. is
not possible. However, the effect of the aggregate and the effect of
the curing process on the extensibility values can be illustrated by
using average values as shown in Table 3. It will be noted that
moist cured specimens exhibit greater strain than air dried specimens,
and that the limestone aggregate concrete has greater strain capacity
than the sand and gravel concrete.
In order to illustrate the qualitative effect of cement content,
air content, and type of admix on the tensile strain properties of
concrete, some of the ultimate tensile strain values obtained from the
tensile strength test will be presented here.
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Table 3. Average Ultimate Tensile Strain in Microinches Per Inch from Extensibility Tasts of Concrete
Aggregate Continuous Moist Curing Treated Liquid Curing Com• Type (Spec. No. A) pound Air Dried Indoors
(Spec. No. B & C)
Limestone Batches AU-1 throu~- 10. 127 Avg. 103 Avg.
Siliceous-Calcareous
Batches GR·l through 10 107 Avg. 96 Avg.
Figure 16 illustrates the effect of cement content on the ulti
mate tensile strain. It can be seen that the 6% sack mix increases
the strain capacity of the concrete more than 6C>t. when compared to
the strain of the 3% sack mix.
Figure 17 illustrates the effect of air content on the ultimate
strain of concrete. At ages from 12 hours through 7 days, the presence
of entrained air appears~to increase the strain capacity of the con-
crete. This phenomenon may be due to the lower modulus of elasticity
of the concrete containing entrained air. However, the ultimate
tensile strength would also be lowered.
Figure 18 illustrates the effect of the four different types of
admixes on the ultimate tensile strain. The effect of the calcium
chloride ·to _increase the strain capacity was very pronounced at the
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150
,,,JI ~,..
- .,,,. ,.
---.,,,,. ~-_,,.
61L! =--" _,,..,.,, ,,,,,,. _,,.
~ ·-- .,,,..,,.. ..,,..--
-:!>. -·~ "-..-. - .. -· -·-· -·~ '.A ·-·-·-·::::..,,...;....-._._ 5 Sacka ___ ~-·-·- .... I -- _,, ·~----........ ·-·-·-·
/. -- . .,,,.- -· ---·--·--·-· -·*fl.·)i. -..... I I I . I I
I I I
d ! I I
I i I I I
: .{.) ). i'l v , I
50
f I 2 ,j .J
11 I
25
f , ' 0 0 1
---; ,,- ...--'
.~ r
-- -~--- --....-... 2 1
Age la ·Days
VIGURE 16 Ul'ICI or CIMIKT CONTBNT OR ULTDfATI TENS!LI STMIN
_ _..{)
3~ sa~'k.•
Llmeatone Aggregate 3" Sluup Continuous M~tat Curing 'Batnb.ea AU•5 9 J.U .. 6e AU-7
-- _____ ,,,.._._ .. , ... -: .. ~ .... 28
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- - .. 1' T " I ---T '·
I 1·
\ I !
\ I I ' ' I j ~ s
\I I \I I 1 I I • I r. "" " Cl CIO I ! 1\
Cit .s gJ & e
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.:: '~ i 1~0: !..4 I c ~ '"'u t
t:f 1 ~ 0' 3n11 I Qt. a
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aaq~oi~ 1rJ V'JVZiS etl&U8% 8llil':liJllft
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I
1100 8 ~ ::a: a ....
.!I e JS N '4 ., .... ....
! • so .... J ... ~
::a
---------- .,.,,,,,,. _.... .......... ----~ .. .~ ·--·- / -·-,_, -·-·' ....... ,,,,,,.
/ ,,,,,, ..
-· -·-· _...---·----· ........ ,,.,,.,....
___. ........ ... _. -·
•' ··t~ ·-·-· 1r..-........ ......-...... ----· .-·
toszoU.!l!,11---------------------- ) --··-- ,_...----- •a••atif•t.. ....- - ----- .. .._..._ .. ._._.. .. __ .. .A..~~.L -··---··--··
--·--·-----·----·-----·----_ .£1.J&.~saAl!rM•--·--·
Se.ad and Gravel Aggregate s.G Sac.ks/C. y. 3" Slump Ceatf.nuous Moist Cv.rillg l'ct&hes Ol.-4. G!1•6 1 Cl•lt ca•9• G&•lO
~-----,.....-----------------r~-----~~~~--~--~--------------~-J 28
•I.GUii 18 DTICT OP AEMIX ON 'l'HR ULTIMAU TBUSIUl $'l'IAl!f
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44
early ages when compared to the concrete with no admix. All three of
the water reducing agents produce greater strain capacity at all ages
shown here. In general, this improvement iD ultimate strain capacity
is about SO"l..
In order to illustrate the effect of the type of aggregate and the
effect of age on the ultimate strain capacity of concrete, Table 4
is presented below. These values are the average strain values taken
from the tensile strength tests.
Table 4. Average Ultimate Tensile Strain of Continuously Moist Cured Concrete Specimens. Tensile Strain in Microinches per Inch.
Aggregate Type Age of Tests
12 hr. 1 dav 2 dav 7 dav 28 da,
Limestone Batches AU·l thru 10 54 . 72 90 93 109
Siliceous-Calcareous Batches GR•l thru 10 47 so 60 70 77
It will be noted that tensile strain capacity definitely increases
with age, and that the limestone aggregate concrete has about 40"l.
more strain capacity than sand and gravel concrete.
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Sbrinltage
The phenomenon of shrinkage of concrete is for the moat part
caused by contraction of the cement paste due to drying. As the
cement paste drys and shrinks, it is restrained or resisted by the
aggregate embedded in it. The degree of this restraint to shrinkage
depends on the amount of stiffness (modulus of elasticity) of the
embedded aggregate. In addition to these factors which affect
shrinkage, it has been found that not all mineral particles in an
aggregate act as restraining bodies. If an aggregate contains clay
or other very fine material, this material can form a shrinkable
paste also. This mineral paste, in some cases, may shrink much more
than an equivalent quantity of cement paste. Consequently, the
resulting shrinkage observed in a concrete specimen depends on the
properties and relative amounts of both the cement paste and aggre•
gate.
45
Figure 19 illustrates the shrinkage curves of nine of the ten
batches of concrete poured using the crushed limestone fine and coarse
aggregate. The average 90 day shrinkage value of these batches is
about 475 microinches per inch.
Figure 20 illustrates the shrinkage curves of the ten batches
of concrete poured using the siliceous-calcareous gravel and sand
aggregate. It will be noted that the average 90 day shrinkage of
these batches is about 285 microinches per inch. A comparison of
these values shows that the limestone concrete shrinks 1 2/3 times
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46
as much as the sand and grave 1 concrete. This higher shrinkage can
be attributed largely to two factors: (l)the much lower stiffness
or ~odulus of elasticity of the limestone aggregate particles which
resist shrinkage, and (2) the relatively large amount of crushed
limestone fines passing the #100 and #200 sieves (see Table 2.)
In general, high cement content tends to increase shrinkage.
High entrained air content also tends to incre~se shrinkage. Since
the shrinkage curves presented here did not consistently illustrate
this point, no such comparison was attempted.
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600.-----,------..,-------,..----.,.--~-----""-T-----~ ____ _,,__ .. ----· .. --- .. -----.........
./ ..,.,,,..
...--·· ................ ~··~1 -
/ -""""-· ... - ........ ·"·~-···----···-- --. ....
r ___....-- ___...-·--·---·--S001------+-----t------'-/ .. ?.--··· i __ .----·r-· ' . i ·~...::..-
,,,,,.~/ .,,..,,.....,,,.--, --- - .-· - -----•' / . --- -·-·-·1 ,,,.. .-" ~-- I ___...-· . ...-·-·
-3 •.. // .. / ,..,.,.,,,,, __,..- I -·----·-·:=-~·-~·--==·-::=:='.'.±l===t~=J ~ / / ~ ..:-.-----·· ..--·----· ...... _......... -----·-,.. 400.11-------f..--- ./ ./ /' ~""1 --·-· ---------CD . • • / ,,.,. - ,~ _..-_,.
Po / /~. ,, ,,.....,.-:·::::.----.................. I .. -··-··-·· • I / ~ .,,,. ........ .-.• -··-,........ ~ -·· J; ··u· /' / ~ .,.,- . r -··-··-··-· ~ I /_ . .,,,. 7
1 --· ·-·· :t / /? ·'/' ,/· .. ..-.·· I .
o •• " ... /.JI' / --··-- I ~ I I /...?" ,,/ .. --·· ~ 300.i-----~, ~ /' .. -- ·------+-----1""~~~---~-+-~--~~-----+---~----4 :r: • • ,.,,.,,.
~i~~/ /I' ././ /,./·· AU•l
·r;'~I ./ /.· :::~ I ./ .·
l °J/ / A1J•S 'Iii/..'' J/i1 v -+-----l------+-c~~-.-.-L------4---1
1/1/'1 . 41"
lOO U ---+-----t------+-------+-:3~"~x--:3= .. -.--1~2,-,-Pr-t-.-.-.-pe-~s-me __ ns __ t-re-a~-d-w-_i-th~l-iq-+-i-d_c_u-ri_n_3---11 I compound a l day of c ; then ail!' dried lndoo s .. .
o~,)--~--~----~~~~---~---·l~I __ _L___J 0 10 ZU ;,m 4U )U OU IU @IJ '!llU
c•---••
A •7 ~·--- -A ·8 -··---AU·9 -···-- ••
-10·-...... -
Aao in Days
flGURI 19. SilllNOGI OP CIWSHID LIMU'?Olll J\GGUGATI CONCUTB ~
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I C'l• l ---+-- Gil•
T
Gl""2 -· --· ·- Cl.• JCl•3 --··-· -· Ga• _J
SOOi--~~--t~-~--+.G~t~·4.:---~"-·--+-°'--~~-;:~,..,,.-~~-~~~~~+-~~~__;~~~--+--~ Gl•S -··- - I
~-11 ••••••••••e•a• "O•••
I i ... ·---; I 400 i--~-~~,__~--~--+~~~·~-+-~~~~-+-~~~--1-~-~~+--~-~~~--- ---~----~~-& .....-··",,_. ···------.., -···I
i _ ... --·1··-----··-1-···- .l- --··--0 JOO '""------+-- . ...,--- ..... JO"'",;.__,..._.____.·- .. _ o --- ,. .._..__ .. --_ - • ... ..-- .. - . ---·--_..,..· J - . ~ --·-- ™~ --- - , U ,.,.,.- ,... " ...,,,,.-. r .. ~....,,_, ... • -- -- a ~ ._... .. --.... __,,,.. I ~~·'·--:::.:.....-.]---·~~~ . .,_.__ .. __.... ... ....-~ .. ---~- .. ·--
___..,,,,.- ~. - .,,.._ u __,,,,,,,.. .,----- __...... .... " __.. - --, -~.,._-~ - ... ~-... - ..... -~"'"·~---...... """-· llRlf c 111 • •'"1 --r .. --- -- r ,<- - ... -. __ • "'"
~ --- ~'J---(' -.::. ........ ..,,..- _.__...... __ ~_..,... _____ .-SC.--.-c.::-=>~~.--~ ...... -..~--=-~-- -- 0--- ..,,.,-.o-- _,_,,.. .. -- ..a.a..--~ !' I I ~ .......
• - .-r""' - .,.. -~:-e I I ----"-.-~ .......... -~o .. • ~_..,s ~ -- - .,.-=-- .. r ,. -=..: .. _.,--~ ..,. -----·-/ --- ~;~ • ~-. _.;iP" "..--=-., I ,., _,/ ,, /.?~_ .. ~"' - - ·-·
' 200 - ;~·:~,-/~_ .. -~-_,__-_·_-_._-_-+-----+-----J------1-------1-------I I / / ,_,,. ~· ~ ....... ; .. , . . . .. . . . . . . -... .. /;".~-~ I .... -
~ i l//?/~ _ .. · · ··· ·· I I'/~/·/~ .· .··
:' I/ Ji/,."# ... I!/: P-· 1 · · . . . j 1 I 11//~~. . . . . -------i-- - --100
! 1 !;;_. · · · I 1, · compound at 1 day of a8' I tb•n e1r rS..d indoor •
//~~~. l J . J_El l __ .HL ___ J_ ·- ___ _j __ L_L_I O 10 20 .30 1:,0 ' .50 60 YO 80 90
As• in Daya
7IGUU 20.
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V. APPENDIX
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Compressive Strength in lb. in. 2 49
AS'lM Method Cll6-49
Batch 12 1 2 7 28 Designation Curing Hours Day Day Day Day
AU-1 Moist* 635 1385 2140 3220 3435 Compound** 1815 2625 3160
Dry*** 4230 AU-2 Moist 430 1465 1920 2620 3220
Compound 1815 2420 2550 Dry 3435
AU-3 Moist 395 870 1260 1970 2240· Compound 1205 2150 2320
Dry 2470 AU·4 Moist 630 1795 2535 3550 3850
Compound 2160 3510' 3760 Dry 4500
AU-5 Moist 184 451 1161 2290 2885 Compound 1059 2215 2580
AU-6 Moist 379 986 2257 4020 4190 Compound 2065 3505 4290
AU-7 Moist 790 1659 2734 4280 4885 Compound 2159 3365 3770
AU-8 Moist 1134 1659 2378 3030 4565 Compound 2203 2915 3680
AU-9 Moist 689 . 1219 2102 3810 4250 Compound 2361 3170 4470
AU-10 Moist 344 .1011 2586 3765 4210 Compound 2102 2635 4135
GR-1 Moist 590 .1460 2365 3385 3710 Compound 2125 3340 3650
Dry 4490 GR-2 Moist 480 1565 2000 2595 3420
Compound 2050 2870 3380 Dry 4075
GR-3 Moist 390 1100 1510 2185 2710 Compound 1400 2330 2610
Dry 2500 GR-4 Moist 610 2280 2830 3800 5220
Compound 3000 3865 6280 Dry 6700
GR·5 Moist 251 459 1176 2340 2625 Compound 808 2245 2550
GR-6 Moist 363 1161 1696 3300 4335 Compound 1323 2275 2880
GR-7 Moist 604 2240 3117 5060 4980
GR-8 Compound 2221 3030 4120 Moist 1409 2023 2892 4580 4740
Compound 2801 3520 4160 GR-9 Moist 1101 2552 3223 3885 4395
Compound 2559 3240 4180 GR-10 Moist 646 1430 2342 4095 4385
Compound 1891 3515 3740 GR-11 Moist 3460 4155
Polyethylene 2180 3185 3535 4160 4340 * Continuous Moist Room Curing ·•*Moist Cured 1 Day, treated with liquid membrane curing cumpound and
air dried indoors *** Moist Cured 7 days, air dried indoors
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Modulus of Rupture in lb./in. 2 50
Center Point Loading
Batch 12 1 2 7 28 Designation Curing Hours Day Day Day Day
AU-1 Moist* 150 290 400 590 730 Compound** 450 500 595
DrY*** 725 AU-2 Moist 125 315 475 540 665
Compound 410 465 600 Dry 740
AU-3 Moist 115 265 375 530 575 Compound 355 410 550
Dry 550 AU-4 Moist 115 430 615 745 730
Compound 545 670 685 Dry 610
AU-5 Moist 49 105 289 635 670 Compound 275 520 470
AU-6 Moist 77 269 394 760 825 Compound 583 650 565
AU-7 Moist 155 355 561 745 880 Compound 523 570 665
AU-8 Moist 272 380 481 565 775 Compound 486 510 720
AU-9 Moist 180 366 481 695 815 Compound 581 620 685
AU-10 Moist 72 204 532 640 845 Compound 455 565 545
GR•l Moist 165 300 550 710 780 Compound 560 550 605
Dry 650 GR-2 Moist 145 390 545 720 735
Compound 540 580 695 Dry 730
GR•3 Moist 135 340 455 640 615 Compound 470 485 575
Dry 600 GR-4 Moist 205 530 610 810 920
Compound 610 720 860 Dry- 830
GR-5 Moist 70 146 313 615 745 Compound 328 505 645
GR-6 Moist 98 285 405 695 780 Compound 427 510 630
GR-7 Moist 213 533 739 755 1085 Compound 554 660 775
GR-8 Moist 297 442 528 615 815 Compound 543 520 645
GR-9 Moist 335 580 696 840 990 Compound 571 725 905
GR-10 Moist 151 293 545 830 825 Compound 561 655 630
GR-11 Moist 700 960 Polyethylene 515 555 660 665 805
* Continuous Moist Room Curing ** Moist Cured 1 Day, treated with liquid membrane curing compound and
dried indoors *** Moist Cured 7 Days, air dried indoors
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Tensile Strength in lb~/in.2 51 3" x 3" x 22" Prism
Batch 12 1 2 7 28 Designation Curing Hours Day Day Day Day
AU•l Moist* 95 170 1 250 330 360 Compound** 245 270 340
AU•2 Moist 100 140 190 290 332 Compound 210 215 280
AU•3 Moist 85 150 240 355 360 Compound 250 345
AU•4 Moist 120 295 330 370 435 Compound 295 335 335
AU-5 Moist 28 93 151 305 355 Compound 136 205 230
AU-6 Moist 70 154 276 400 415 Compound 254 265 385
AU-7 Moist 110 232 306 355 485 Compound 307 360 420
AU•8 Moist 136 187 207 310 365 Compound 221 260 245
AU•9 Moist 107 165 281 375 410 Compound 304 395 340
AU-10 Moist 43 145 255 370 425 Compound 248 275 290
Gll•l Moist 115 225 250 315 440 Compound 270 345 460
GR•2 Moist 100 200 275 350 395 Compound 320 350 330
GB.-3 Moist 100 190 205 280 355 Compound 255 310 310
GB.·4 Moist 190 310 355 380 450 Compound 330 370 415
GB.•5 Moist 33 62 81 300 330 Compound 148 200 290
GB.-6 Moist -- 107 195 320 405 Compound 197 205 265
GR•7 Moist 77 229 291 490 460 Compound 310 280 375
GB.•S Moist 156 234 316 325 395 Compound 279 315 280
GR•9 Moist 175 263 272 380 380 Compound 285 290 300
GB.-10 Moist 72 194 330 420 485 ·Compound 344 --- 285
GB.-11 Moist 290 345 Polyethylene 181 194 250 285 305
* Continuous Motst B.oom Curing
** Hoist Cured l Day, treated with liquid membrane curing compound and air dried indoors
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Bond Strength in lb./in.2 at 0~01 inches slip AS1M Method C 234•57T
Horizontal Bottom Bars 3/4" diam. (deformed)
Batch 12 1 2 7 28 Designation Curing Hours Day Day Day Day
AU·l Moist 245 435 670 745 835 Compound 620 670 770
AU•2 Moist 170 330 455 525 745 Compound 465 485 645
AU•l Moist 130 345 455 615 820 Compound 425 665 710
AU•4 Moist 280 575 680 845 1000 Compound 875 980 710
AU•5 Moist so 195 440 865 910 Compound 450 760 830
AU-6 Moist 115 325 620 1015 1040 Compound 600 855 880
AU-7 Moist 410 585 765 920 1015 Compound 705 945 980
AU•8 Moist 350 445 685 820 1010 Compound 620 775 960
AU-9 Moist 165 340 630 805 895 Compound 585 770 755
AU•lO Moist 105 375 685 970 1040 Compound 635 815 905
* Values tabulated are for horizontal "Top" bars
** Values tabulated are for Vertical bars
28 Dax*
810
607
630
795
625.
635
1095
715
945
940
28 Dav**
740
645
795
615
846
780
605
---
"' N
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Bond Strength in lb./in.2 at 0.01 inches slip AS'lM Method C 234·57T
Horizontal Bottom Bars 3/4" diam. (deformed)
Batch 12 1 2 7 28 28 28 Designation Curing Hours Day Day Day Day DaJ* Dav**
GR•l Moist 220 490 660 1030 965 1020 935 Compound 730 915 925
GR•2 Moist 160 345 680 1010 1000 855 875 Compound 505 630 990
GB.•3 Moist 200 380 590 620 825 555 920 Compound 590 795 805
GR•4 Moist 280 770 840 lOSO 1020 810 890 Compound 870 910 865
GB.•5 Moist 90 235 460 645 865 800 745 Compound 485 545 725
Gll-6 Moist 58 310 465 735 845 793 705 Compound 450 635 605
GR-7 Moist 245 560 975 1015 1105 1035 825 Compound 745 790 940
GR•8 Moist 440 600 700 755 830 725 Compound 680 685 845
GR•9 Moist 455 675 840 845 970 915 690 Compound 1000 780 1195
GR•lO Moist 245 510 815 935 970 790 785 Compound 840 730 795
GR•ll Moist 800 785 750 590 Polyethylene 480 515 805 880 920
*Values tabulated for horizontal "Top" bars.
** Values tabulated for vertical bars.
"' w
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Dynamic Modulus of ElasticitJ in Flexure E x 1o6 in lb./in.~
54
AS'lM Method C 21S·55T
Batch 12 1 2 7 28 Designation Curing Hours Day Day Day Day
AU-1 Moist* 1.90 2.86 3.54 4.02 4.23 Compound** 3.62 3.85 3.90
DrY*** 4.05 AU-2 Moist 1.60 2.66 3.24 3.76 4.04
Compound 3.14 3.55 3.54 Dry 3.82
AU•3 Moist 1.54 2.23 2.85 3.45 3.48 Compound 2.78 3.06 3.39
Dry 3.43 AU•4 Moist 2.23 3.41 3.92 4.53 4.63
Compound 3.85 4.40 4.51 Dry 4.59
AU-5 Moist .89 1.39 3.00 4.14 4.35 Compound 2.92 3.88 3.85
AU•6 Moist 1.52 2.73 3.86 4.56 4.97 Compound 4.07 4.41 4.57
AU-7 Moist 2.os 3.16 4.12 4.87 4.95 Compound 4.00 4.41 4.45
AU-8 Moist 2.51 3.25 3.82 4.44 4.82 Compound 3.56 4.23 4.10
AU-9 Moist 2.00 3.10 3.96 4.66 4.97 Compound 3.96 4.40 4.30
AU-10 Moist 1.43 2.70 4.06 4.61 5.08 Compound 3.77 4.34 4.24
GB.-1 Moist 2.86 4.24 5.04 6.18 6.50 Compound 4.84 5.44 5.43
Dry 5.89 GB.-2 Moist 2.47 4.00 4.76 5.61 5.84
Compound 4.75 5.18 5.35 Dry 5.57
GR-3 Moist 2.24 3.36 4.25 5.10 4.89 Compound 4.04 4.37 4.34
Dry 4.73 GB.-4 Moist 3.13 4.74 5.82 6.53 6.74
Compound 5.73 6.30 6.12 Dry 6.54
GB.-5 Moist 1.60 2.95 4.27 5.85 6.10 Compound 4.19 5.34 4.81
GB.-6 Moist 1.45 3.62 4.96 6.65 6.88 Compound 4.57 4.53 5.01
GB.-7 Moist 2.75 4.69 5.81 6.44 7.18 Compound . 5.21 5.48 5.38
GB.•8 Moist 3.97 4.80 5.79 6.41 7.07 Compound 5.11 5.63 5.61
GB.-9 Moist 4.16 4.95 5.90 6.57 6.76 Compound 5.64 6.00 5.91
GB.-10 Moist 2.56 4.08 5.56 6.57 6.77 Compound 5.29 6.01 5.69
GR·ll Moist 6.55 6.21 Polyethylene s.s5 5.77 6.34 6.76 6.78
*Continuous Moist Room Curing tiMoist Cured 1 Day, treated with liquid membrane curing compound, air dried
indoors ***Moist Cured 7 Days, air dried indoors
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SS Coefficient of Expansion and Contraction
in./in op. x io6
Batch 12 1 7 28 Designation Curing Hours Day Day Day
AU•l Moist* --- 4.0 2.6 Compound** 3.9 4.0
AU•2 Moist 2.3 3.1 3.2 3.1 Compound 3.7 5.4
AU-3 Moist 2.0 4.2 4.4 Compound 2.7
AU•4 Moist 1.7 2.6 3.4 3.3 Compound 4.9
AU·S Compound 2.2*** 2.8 2.4 3.5
AU-6 Comp9ud 3.3 3.9 3.3
AU-7 Compound 3.3 2.6 3.0 3.4
AU·8 Compound 3.2 2.9 3.5
AU•9 Compound 1.7 2.6 3.7**** 4.1
AU·lO Compound 3.2*****3.3 4.3
GB.•l Moist 3.1 3.4 4.3 4.0 Compound 4.9 5.1
GR•2 Moist 3.6 4.7 3.7 Compound 3.4 4.2
GR•3 Moist 2.3 3.8 4.3 Compound 3.4 5.0
GR.-4 Moist 4.5 4.8 4.8 3.0 Compound 4.9 3.4
GR.-5 Compound s.o 4.1*****4.4 s.o GB.-6 Compound 4.4 4.2 4.6 4.0
GR.-7 Compound 4.9 4.1 5.4 4.6
GB.·8 Compound 4.4 5.5*****4.4 4.8
GB.-9 Compound 3.8 3.9 4.4 4.0
GR.•10 Compound 4.4 4.2*****4.5**** 4.5
GR•ll Compound 3.5*** 4.3 4.9 4.1
* Continuous Moist Room Curing ** Moist Cured 1 Day, treated with liquid membrane curing compound
and air dried indoors *** Test performed at 1 day
**** Test performed at 10 days ***** Test perforiDed at 3 daya
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56
Ultimate Tensile S6rain in in./in. x 10
Batch 12 1 2 7 28 Designation Curing Hours Day Day Day Day
AU-1 Moist* 63 67 93 91 108 Compound** 88 77 121
AU-2 Moist 68 77 110 Compound 78 105
AU-3 Moist 52 99 119 133 132 Compound 95 121
AU-4 Moist 67 108 122 114 120 Compound 99 93 87
AU-5 Moist 32 45 .. 51 67 83 Compound 52 63 75
AU-6 Moist 48 53 95 99 93 Compound 89 76 93
AU-7 Moist 52 72 105 87 135 Compound 108· 91 101
AU-8 Moist 72 74 78 71 114 Compound 79 80 82
AU-9 Moist 63 54 83 92 104 Compound 95 104 99
AU-10 Moist 40 82 72 86 95 Compound 88 83 90
GR•l Moist 46 54 58 69 87 Compound 60 70 102
GR-2 Moist 54 62 65 74 72 Compound 78 80 14
GR-3 Moist 61 66 70 85 82 Compound 74 94 104
GR-4 Moist 57 67 68 77 87 Compound 76 76 82
GR-5 Moist 19 14 43 64 Compound 48 63
GR-6 Moist 33 46 52 58 Compound 80 44 60
GR-7 Moist 37 52 57 82 80 Compound 79 66 71
GR-8 Moist 43 50 68 60 66 ·compound 61 69 82
GR-9 Moist 64 56 46 79 76 Compound 65 66 53
GR-10 Moist 40 44 65 79 102 Compound 84 43 75
GR•ll Moist 64 74 Polyethylene 67 74 46 42 61
* Continuous Moist Room Curing **Moist Cured 1 Day, Treated with Liquid Membrane Curing Compound and
Air Dried Indoors.
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Extensibility of Concrete
Ratio of Ultimate
Ulti- Stress to Batch Ultimate mate Age at Ultimate Desig- Specimen Strain Stress Failure Strain Remarks on Load nation Number in/in x lo6 psi Days E x lo-6 psi Application Exposure
AU-1 (A) 105 327 37 3.11 Load applied at 1 day of Moist room age and increased at rate
·.• of 8.9 psi per day (B) 107 205 5 1.92 Load applied at 12 hours Treated with liquid curing
of age and increased as compound and air dried required to maintain indoors specimens at a constant length
(C) 133 266 12 2.00 Load applied at 2 days Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
AU-2 (A) 90 213 22 2.37 Load applied at l day of Moist room age and increased at rate of 9.7 psi per day
(B) 125 135 6 1.08 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimens at a constant length
(C) 160 339 25 2.12 Load applied at 2 days Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant
"" length "
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Extensibility of Concrete
Ratio of Ultimate
Ulti- Stress to Batch Ultimate mate Age at Ultimate Desig- Specimen Strain Stress Failure Strain Remarks on Load nation Number in/in x 106 psi Days E x lo-6 psi Application Exposure
AU-3 (A) 155 288 32 1.86 Load applied at 1 day Moist room of age and increased at rate of 9.0 psi per day
(B) Specimen broke while loading (C) Specimen bad loose gage points
AU-4 (A) 152 365 46 2.40 Load applied at 1 day of Moist room age and increased at rate of 7.9 psi per day
(B) Specimen broke while loading (C) 105 247 8 2.35 Load ~pplied at 2 days Treated with liquid curing
of age and increased as compound and air dried required to maintain indoors specimen at a constant length
AU-5 (A) 100 176 9 . 1.76 Load applied at 1 day of Moist room age and increased at rate of 19.5 psi per day
(B) Specimen broke while loading (C) 70 208 5 2.97 Load applied at 1 day of Treated with liquid curing
age and increased as compound and air dried required to maintain indoors specimen at a constant length
AU-6 (A) 130 295 16 2.27 Load applied at 1 day of Moist Room age and increased at rate of 18.4 psi per day \II
Q)
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Extensibility of Concrete
Ratio of Ultimate
Ulti- Stress to Batch Ultimate mate Age at Ultimate Desig• Specimen Strain Stress Failure Straig Remarks on Load nation Number in/in x 106 psi Days E x lo- psi Application Exposure AU-6 (B) 110 277 7 2.52 Load applied at 12 hours Treated with liquid curing
of age and increased as compound and air dried required to maintain indoors specimen at a constant length
Treated with liquid curing (C) 120 232 6 1.93 Load applied at l day of age and increased as compound and air dried required to maintain indoors specimen at a constant length
AU-7 (A) 130 400 24 3.08 Load applied at l day of Moist room age and increased at rate of 16.7 psi per day
(B) 120 355 5 2.96 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
Treated with liquid curing (C) 90 252 3 2.80 Load applied at 1 day of age and increased as compound and air dried required to maintain indoors specimen at a constant length
AU·B (A) 140 330 17 2.36 Load applied at l day of Moist toom age and increased at rate of 19.4 psi per day
Treated with liquid curing (B) 60 240 7 4.0 Load applied at 4 days of age and increased as compound and air dried required to maintain indoors specimen at a constant "" length "°
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Extensibility of Concrete
Ratio of Ultimate
Batch Ultimate Ulti- Age at Stress to Desig- Specimen Strain mate Failure Ultimate nation Number in.in x 106 Stress Days Strain Remarks on Load
2si E x lo-6 2si AJ?2lication AU-8 (C) 70 180 s 2.57 Load applied at 1 day
of age and increased as required to maintain specimen at a constant length
AU-9- (A) 140 372 21 2.66 Load applied at 1 day of age and increased at rate of 17.7 psi per day
(B) 70 271 4 3.88 Load applied at 12 hours of age and increased as required to maintain specimen at a constant length
(C) 110 248 4 2.25 Load applied at 1 day of age and increased as required to maintain specimen at a constant length
AU-10 (A) Specimen broke while loading (B) Specimen broke while loading (C) 100 ·234 3 2.34 Load applied at 1 day
of age and increased as required to maintain specimen at a constant length
Ex2osure Treated with liquid curing compound and air dried indoors
Moist room
Treated with liquid curing compound and air dried indoors
Treated with liquid curing compound and air dried indoors
Treated with liquid curing compound and air dried indoors
0\ 0
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Extensibility of Concrete
Ulti• Stress to Batch Ultimate mate Age at Ultimate Desig- Specimen Strain Stress Pai lure Strain Remarks on Load nation Number inlin x 106 J!Bi Daxs E x 10•6 J!Si A:e:elication Exeosure GR•l (A) 98 379 41 3.87 Load applied at l day of Moist room
age and increased at rate of 9.2 psi per day
(B) 150 302 7 2.01 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
(C) 60 295 8 4.92 Load applied at 2 days Treated with liquid curing of age and increased as compound and air dried required to maintain ·. indoors specimen at a constant length
GR•2 (A) 110 325 36 2.95 Load applied at 1 day of Moist room age and increased at rate of 9.0 psi per day
(B) .·_90 275 s 3.06 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
(C) 60 280 9 4.67 Load applied at 2 days Treated with liquid curing of age and increased aa compound and air dried required to maintain indoors specimen at a constant length
Gll-3 (A) 95 256 30 2.70 Load applied at 1 day of Moist room age and increased at rate of 8.5 psi per day
(B) ,. 60 159 3 2.65 Load applied at 12 hours Treated with liquid curing of afe and increased aa compound and air dried requ red to maintain indoors
°' a specimen at a constant .... length
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Extensibility of Concrete
Ratio of Ultimate
Ulti· Stress to Batch Ultimate mate Age at Ultimate Desig• Specimen Strain 6 Stress Pai lure Strain Remarks on Load nation Humber in/in x 10 psi Days E x io-6 psi Application Exposure GB.·3 (C) 109 292 10 2.68 Load applied at 2 days Treated with liquid curing
of age andincreased as compound and air dried required to maintain indoors specimen at a constant length
GR-4 (A) 120 379 54 3.16 Load applied at l·day of Moist room age and increased at rate of 7.0 psi per day
(B) 80 385 6 4.81 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
(C) 95 398 9 4.19 Load applied at 2 days Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
GR-5 (A) 190 264 15 1.39 Load applied at l day of Moist room age and increased at rate of 17.6 psi per day
(B) Specimen broke while loading (C) 60 224 4 3.73 Load applied at l day Treated with liquid curing
of age and increased as compound and air dried required to maintain indoors specimen at a constant length
GB.•6 (A) 140 328 '22 2.35 Load applied at 1 day of Moist room age and increased at
0\ rate of 14.9 psi per day N
(B) Specimen broke while loading
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Extensibility of Concrete
Ratio of Ultimate
Ulti• Stress to Batch ·. Ultimate mate Age at Ultimate Desig- Specimen Strain 6 Stress Pai lure Strain Remarks on Load nation Number inlin x 10 esi Da:xs E x 10-6 esi A22Ucation Ex2osure GR-6 (C) 80 160 7 2.00 Load applied at 1 day Treated with liquid curing
of age and increased as compaund and air dtied required to maintain indoors specimen at a constant length
GR-7 (A) Loose gage 330 20 Load applied at l day of Moist room points age and increased at rate
of 16.5 psi per day (B) 110 291 4 2.65 Load applied at 12 hours Treated with liquid curing
of age and increased as compound and air dried required to maintain : indoors specimen at a constant length
(C) 65 243 4 3.74 Load applied at l day Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
GR·8 (A) 70 389 20 5.56 Load applied at 1 day of Moist room age and increased at rate of 19.8 psi per day
(B) so 201 3 4.02 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
(C) 160 233 7 1.46 Load applied et 1 day of Treated with liquid curing age and"tncreased as compound and air dried required to maintain indoors specimen at a constant length °' w
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Extensibility of Concrete
Ratio of Ultimate
Ulti- Stress to Batch Ultimate mate Age at Ultimate Desig• Specimen Strain Stress Failure Strain Remarks on Load nation Number in/in x 106 psi Days E x lo-6 psi Application Exposure Gll-9 (A) 70 229 15 3.27 Load applied at 1 day of Moist room
age and increased at rate of 15.3 psi per day
(B) 170 234 6 1.38 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
(C) Specimen Broke while Loading ca-10 (A) 70 240 64 3.42 Load applied at 1 day of Moist room
age and increased at rate of 3.7 psi per day
(B) 90 211 s 2.34 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length .
(C) 150 270 7 1.80 Load applied at 1 day of Treated with liquid curing age and increased as compound and air dried required to maintain indoors a specimen at a constant length
Gll-11 (A) Test Incomple~e Load applied at l day of Moist room age and increased at rate of ____ psi per day
(B) 80 253 8 3.16 Load applied at 12 hours Treated with liquid curing of age and increased as compound and air dried required to maintain indoors specimen at a constant length
(C) Specimen had Loose Gage Points °' .p.
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65 Static Modulus of Elasticity in Tension
E x lo-6 in lb./in.2 (Secant Modulus Determined at % the Ultimate Stress)
Batch 12 1 2 7 28 Designation Curing Hours~ Day Day Day Day
AU•l Moist* 2.79 3.63 3.66 4.19 3.80 Compound** 3.33 4.35 3.26
AU-2 Moist 2.10 2.98 3.81 Compound 3.27 2.97
AU-3 Moist 2.32 3.27 2.17 2.67 2.77 Compound 2.91 2.81
AU-4 Moist 1.83 2.93 3.83 3.49 3.90 Compound 3.66 3.56 4.31
AU-5 Moist 1.02 1.84 3.82 4.45 4.49 Compound 2.67 3.25 3.39
AU-6 Moist 1.73 2.99 3.38 4.55 4.75 Compound 2.83 3.94 4.87
AU-7 Moist 3.54 3.90 4.08 4.76 5.05 Compound 3.44 5.03 5.00
AU•8 Moist 2.24 2.67 2.68 4.13 3.71 Compound 2.83 3.57 2.93
AU·9 Moist 2.26 2.98 3.85 4.25 4.71 Compound 3.60 4.16 4.65
AU-10 Moist 1.26 1.92 3.91 4.69 4.96 Compound 2.88 3.66 3.83
GR•l Moist 2.85 4.61 4.80 5.71 5.59 Compound 4.91 5.00 5.76
GR-2 Moist 2.08 3.73 5.22 4.93 5.50 Compound 4.17 4.29 5.69
GR-3 Moist 2.50 3.11 3.31 3.15 4.86 Compound 3.96 3.29 3.98
GR-4 Moist 3.97 4.91 5.02 5.42 5.88 Compound 5.28 5.49 6.07
GR-5 Moist 1.17 4.40 5.96 6.55 Compound 4.50 4.83
GR-6 Moist 4.20 4.33 6.15 6.73 Compound 2.33 5.67 5.65
GR-7 Moist 1.42 5.52 5.98 7.08 Compound 3.49 6.09 6.18
GR•8 Moist 4.07 4.28 5.99 5.16 6.29 Compound 4.79 4.11 4.43
GR•9 Moist 2.83 4.06 4.66 5.23 5.49 Compound 4.21 5.01 3.93
GR•lO Moist 1.97 2.65 4.12 5.71 5.95 Compound 3.82 5.01
GR-11 Moist ~ 4.53 4.98 , Polyethylene 3.47 5.70 6.13 4.91
* Continuous Moist Room Curing ** Moist Cured l Day, Treated with Liquid Membrane Curing Compound and
Air Dried Indoors
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66 Static Modulus of Elasticity2in Tension
E x 10·6 in lb.Jin. (Secant Modulus Determined by Ratio of Ultimate Stress to Ultimate Str•in)
Batch 12 1 2 7 28 Designation Curing Hours Day Day Day Day
AU·l· Moist* 1.st 3.19 3.16 3.66 3.68 Compound** 3.60 3.53 3.23
AU•2 Moist ---- 2.02 2.45 2.85 Compound 2.79 ---- 2.71
AV•3 Moist 1.61 1.72 2.02 2.70 2.76 Compound 2.62 2.70
AU•4 Moist 1.81 2.77 2.96 3.18 3.50 Compound 3.03 3.37 3.69
AU•5 Moist 0.83 2.07 2.96 4.55 4.28 Compound 2.62 3.25 3.07
AU·6 Moist 1.46 2.91 2.91 4.04 4.46 Compound 2.85 3.75 4.14
AU•7 Moist 2.u 3.22 2.91 4.08 3.59 Compound 2.84 3.96 4.16
AU•8 Moist 1.89 2.53 2.65 4.37 3.20 Compound 2.76 3.25 2.99
AU•9 Moist 1.70 3.06 3.39 4.08 3.94 Compound 3.20 3.80 3.43
AU•lO Moist 1.08 1.77 3.54 4.30 4.47 Compound 2.82 3.31 3.22
GR•l Moist 2.50 3.92 4.31 4.52 5.09 Compound 4.51 4.95 4.47
GR•2 Moist 1.85 3.21 4.19 4.78 5.39 Compound 4.09 4.36 4.45
GR•3 Moist 1.61 2.89 3.04 3.27 4.56 Compound 3.44 3.32 3.33
GR·4 Moist 3.29 4.48 5.33 4.93 5.23 Compound 4.87 4.71 S.13
GR•S Moist 1.74 4.43 ---- 6.98 5.16 Compound 4.17 4.60
GR·6 Moist ---- 3.24 4.34 6.15 6.98 Compound 2.46 4.66 4.42
GR•7 Moist 2.08 4.40 5.11 5.98 5.75 Compound 3.92 4.24 5.28
Gll•8 Moist 3.63 4.68 4.65 5.42 5.98 Compound 4.57 4.57 3.41
GR·9 Moist 2.73 4.70 5.91 4.81 5.00 Compound 4.39 4.39 5.66
GR•lO Moist 1.80 4.41 5.08 5.32 4.75 Compound 4.10 3.79
GR•ll Moist 4.53 4.66 Polyethylene 2.70 2.62 5.43 6.79 5.00
* Continuous Moiat:"Room Curing **Moist Cured 1 Day, Treated with Liquid Membrane Curing Compound and Air
Dried Indoors
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Static Modulus of 6Elasticity ~n Compression E x 10- in lb./in.
(Secant Modulus Determined at 1000 psi Stress)
Batch Designa- l 2 7 28 ti on Curing Day Day Day Day
AU•l Moist* 2.24 3.06 3.32 4.45 Compound** 2.67 3.36 3.39
Dry*** 3.49
AU-2 Moist 2.75 3.78 3.33 Compound 3.01 3.35
Dry 3.33
AU-3 Moist 1.78 2.25 2.78 2.77 Compound 1.96 2.60 3.09
Dry 2.78
AU-4 Moist 3.14 3.50 4.00 4.15 Compound 3.49 3.95 4.41
Dry 4.29
GR-1 Moist 4.11 4.76 5.66 6.38 Compound 4.51 4.95 5.88
Dry 5.99
GB.-2 Moist 4.76 4.48 4.99 5.83 Compoun4 4.27 4.94 5.87
Dry 5.87
GR•3 Moist 2.96 3.63 4.65 4.77 Compound 3.74 4.04 4.31
Dry 4.58
GR-4 Moist 4.85 5.75 6.02 6.31 Compound 5.74 6.27 6.57
Dry 6.41
* Continuous Moist Room Curing
** Moist Cured 1 Day, Treated with Liquid Membrane Curing Compound, and Air Dried Indoors
***Moist Cured 7 Days, Air Dried Indoors
67
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Batch Designation
AU•l
AU•2
AU-3
AU•4
AU•5
AU-6
AU•7
AU•8
AU-9
AU•lO
GR·l
GR.•2
GR.•2
GR-4
GB.·5
GR-6
GR.·7
GR.•8
GR.•9
GR.•10
GR.•11
Dynamic Modulus of Rigidity ¥1 Torsion G x 10·6 in lb./in.
AS'lM Method C 215-5ST
12 l 2 Curing Hours D~.J.: D#JY Moist* 0.76 1.15 1.40
Compound** 1.45 Dr)'***
Moist 0.61 1.06 1.28 Compound 1.26
Dry Moist 0.58 0.88 1.11
Compound 1.08 Dry
Moist 0.84 1.37 1.53 Compound 1.57
Dry Moist 0.36 0.55 1.13
Compound 1.15 Moist 0.58 1.06 1.51
Compound 1.57 Moist 0.83 1.28 1.64
Compound 1.61 Moist 0.96 1.28 1.52
Compound 1.42 Moist 0.74 1.23 1.58
Compound 1.59 Moist 0.55 1.06 1.62
Compound 1.52 Moist 1.12 1.78 2.09
Compound 2.03 Dry
Moist 0.98 1.66 1.96 Compound 1.97
Dry Moist 0.91 1.41 1.71
Compound 1.70 Dry
Moist 1.24 2.02 2.47 Compound 2.40
Dry Moist 0.63 1.20 1.84
Compound 1.78 Moist ---- 1.54 2.09
Compound 1.93 Moist 1.11 1.93 2.37
Compound 2.19 Moist 1.75 1.98 2.38
Compound 2.43 Moist 1.70 2.12 2.43
Compound 2.34 Moist 1.04 1.70 2.31
Com.pound 2.21 Moist
Polyethylene 2.32 2.45 2.64 *Conti~uous Malst Room Curing
68
1 28 Day Day 1.60 1.70 1.57 1.61
1.68 1.50 1.62 1.44 1.48
1.57 1.37 1.41 1.30 1.40
1.42 1.82 1.85 1.76 1.87
1.88 1.61 1.72 1.54 1.61 1.81 1.96 1.31 1.88 1.94 1.95 1.80 1.84 1.76 1.91 1.71 1.71 1.84 2.01 1.80 1.80 1.86 2.00 1.81 1.75 2.58 2.72 2.30 2.36
2.56 2.37 2.43 2.26 2.31
2.41 2.15 2.05 1.88 1.86
2.00 2.75 2.75 2.68 2.59
2.76 2.42 2.50 2.24 2.56 2.55 2.80 2.21 2.10 2.66 2.8a 2.46 2.32 2.65 2.92 2.37 2.35 2.10 2.77 2.52 2.48 2.68 2.78 2.50 2.42 2.74 2.64 2.79 2.88
**Moist Cured l Day, treated with Liquid Membrane Curing Compound & Air Dried Indoors
***Moist Cured 7 Days, Air Dried Indoors
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Batch Designation
AU·l
AU-2
AU•3
AU-4
AU-5
AU-6
AU-7
AU•8
AU•9
AU-10
GR.•l
GB.•2
GB.•3
GR.·4
GR.•5
GR.•6
GB.•7
GR.•8
GR.-9
GR•lO
GR•ll
Dynamic Poisson's Ratio ASTM Method C 2l5•55T
Curing Moist*
Compound** DrY***
Moist Compound
Dry Moist
Compound Dry
Moist Compound
Dry Moist
Compound Moist
Compound Moist
Compound Moist
Compound Moist
Compound Moist
Compound Moist
Compound Dry
Moist Compound
Dry Moist
Compound Dry
Moist Compound
Dry Moist
Compound Moist
Compound Moist
Compound Moist
Compound Moist
Compound Moist
Compound Moist
Polyethylene
12 Hours
.25
.30
.35
.33
.24
.31
.24
.31
.36
.29
.27
.26
.23
.26
.27
---.24
.19
.22
.23
.20
1 Day .24
.26
.27
.28
.28
.29
.23
.27
.26
.27
.19
.20
.19
.18
.23
.18
.22
.21
.17
.20
.19 *Continuous Moist Room Curing
2 Day .27 .25
.26
.25
.28
.28
.28
.24
.33
.27
.28
.30
.26
.24 ' .26
.25
.26
.25
.26
.24
.21
.19
.20
.20
.17
.19
.18
.20
.21
.17
.19
.19
.23
.19
.22
.19
.22
.20
.20
.20
.20
7 Day .25 .22
.25
.22
.26
.18
.25
.25
.29
.27 .26 .22 .26 .22 .26 .24 .27 .23 .24 .20 .20 .18
.18
.15
.19
.16
.19
.18
.21
.20
.30 ---
.22
.11
.21
.19
.22
.19
.22
.21
.19
.21
69
28 Day .25 .21 .20 .24 .21 .22 .23 .21 .21 .24 .20 .22 .26 .20 .27 .22 .27 .22 .27 .21 .24 .19 .28 .20 .20 .15 .15 .20 .16 .16 .19 .17 .18 .23 .18 .18 .22 .17 .23 .20 .25 .16 .21 .19 .22 .20 .22 .18 .18 .18
**Moist Cured l ·Day, Treated with Liquid Membrane Curing Compound and Air Dried Indoors
"'*"'Moist Cured 7 Daya, Air Dried Indoors
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